CN110849729B - Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall - Google Patents
Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall Download PDFInfo
- Publication number
- CN110849729B CN110849729B CN201911214637.XA CN201911214637A CN110849729B CN 110849729 B CN110849729 B CN 110849729B CN 201911214637 A CN201911214637 A CN 201911214637A CN 110849729 B CN110849729 B CN 110849729B
- Authority
- CN
- China
- Prior art keywords
- model
- soil
- wall
- cohesive soil
- foundation pit
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000002689 soil Substances 0.000 title claims abstract description 209
- 238000012360 testing method Methods 0.000 title claims abstract description 56
- 238000006073 displacement reaction Methods 0.000 claims abstract description 112
- 238000012544 monitoring process Methods 0.000 claims abstract description 42
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 39
- 239000010959 steel Substances 0.000 claims abstract description 39
- 238000011068 loading method Methods 0.000 claims abstract description 11
- 239000005341 toughened glass Substances 0.000 claims description 28
- 238000010276 construction Methods 0.000 claims description 12
- 238000000034 method Methods 0.000 claims description 11
- 239000010687 lubricating oil Substances 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 6
- 238000006243 chemical reaction Methods 0.000 claims description 5
- 239000004567 concrete Substances 0.000 claims description 5
- 229910052602 gypsum Inorganic materials 0.000 claims description 4
- 239000010440 gypsum Substances 0.000 claims description 4
- 230000001276 controlling effect Effects 0.000 claims description 3
- 230000001105 regulatory effect Effects 0.000 claims description 3
- 239000011150 reinforced concrete Substances 0.000 claims description 3
- 230000000694 effects Effects 0.000 description 10
- 239000003921 oil Substances 0.000 description 7
- 239000000463 material Substances 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 5
- 238000009826 distribution Methods 0.000 description 5
- 238000005452 bending Methods 0.000 description 4
- 239000004927 clay Substances 0.000 description 4
- 238000011160 research Methods 0.000 description 4
- 239000006004 Quartz sand Substances 0.000 description 3
- VYPSYNLAJGMNEJ-UHFFFAOYSA-N Silicium dioxide Chemical compound O=[Si]=O VYPSYNLAJGMNEJ-UHFFFAOYSA-N 0.000 description 3
- TZCXTZWJZNENPQ-UHFFFAOYSA-L barium sulfate Chemical compound [Ba+2].[O-]S([O-])(=O)=O TZCXTZWJZNENPQ-UHFFFAOYSA-L 0.000 description 3
- 238000009933 burial Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 238000012806 monitoring device Methods 0.000 description 3
- 239000002994 raw material Substances 0.000 description 3
- 229940099259 vaseline Drugs 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 230000000903 blocking effect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 239000011521 glass Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 239000002245 particle Substances 0.000 description 2
- 238000002360 preparation method Methods 0.000 description 2
- 238000004088 simulation Methods 0.000 description 2
- 230000006641 stabilisation Effects 0.000 description 2
- 238000011105 stabilization Methods 0.000 description 2
- 238000013519 translation Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910052601 baryte Inorganic materials 0.000 description 1
- 239000010428 baryte Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 238000011049 filling Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000035699 permeability Effects 0.000 description 1
- 239000000049 pigment Substances 0.000 description 1
- 238000005498 polishing Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 230000005476 size effect Effects 0.000 description 1
- 238000007711 solidification Methods 0.000 description 1
- 230000008023 solidification Effects 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- -1 vaseline Substances 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
- 238000005303 weighing Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/24—Investigating strength properties of solid materials by application of mechanical stress by applying steady shearing forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0016—Tensile or compressive
- G01N2203/0019—Compressive
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N2203/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N2203/0014—Type of force applied
- G01N2203/0025—Shearing
Landscapes
- Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Health & Medical Sciences (AREA)
- Immunology (AREA)
- Analytical Chemistry (AREA)
- Biochemistry (AREA)
- General Health & Medical Sciences (AREA)
- General Physics & Mathematics (AREA)
- Physics & Mathematics (AREA)
- Pathology (AREA)
- Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Remote Sensing (AREA)
- Food Science & Technology (AREA)
- Medicinal Chemistry (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
The invention provides a device for testing a finite viscous soil active and passive soil pressure model behind a foundation pit flexible retaining wall, which comprises the following components: the test bench unit comprises a fixed steel frame, a model box embedded in the fixed steel frame and a transparent movable baffle, wherein model box is internally provided with model cohesive soil with the same proportion as the weighted average value of the physical and mechanical properties of prototype cohesive soil; the loading and unloading unit comprises at least five displacement control handles, a counter-force device and a model wall, wherein the displacement control handles are uniformly arranged in the embedded depth direction of the model wall, one side bracket of each displacement control handle is fixed on the counter-force device, and the other side bracket is fixedly connected with the model wall; contact and contactless monitoring unit, contact monitoring unit includes: miniature earth pressure gauge, miniature displacement gauge; the contactless monitoring unit includes a PIV monitoring unit. The pressure, displacement rule and size of the soft cohesive soil active and passive soil behind the flexible building enclosure wall under the condition of various limited soil widths can be obtained.
Description
Technical Field
The invention relates to the technical field of indoor model tests of limited soil body active and passive soil pressure and displacement thereof, in particular to a device for testing a limited cohesive soil active and passive soil pressure model behind a flexible retaining wall of a foundation pit.
Background
As is known, for deep and large foundation pit engineering, an indoor physical model test is used as a real and visual research means, and scaling research is carried out on specific engineering geological problems according to a certain similar principle, so that mathematical and mechanical difficulties can be avoided, stratum stress states and deformation rules caused by foundation pit excavation can be intuitively reflected in a short time, and one of the main methods adopted by engineering personnel for scientific research is realized. Based on an indoor similarity model test method, the influence of multiple factors such as the mechanical property of foundation pit engineering, the space effect of an enclosure, the width of a limited soil body behind a wall and the like in soft clay adjacent to the existing building (construction) on deep foundation pit engineering deformation, stress and instability damage is researched, and the method has certain engineering application value and reference significance.
The existing foundation pit engineering indoor model test basically takes sandy soil as a main material, a baffle plate for simulating a foundation pit support structure is a rigid model wall provided with a rolling bearing at the bottom of a model test device, three plungers of an oil cylinder are used for simulating an internal support, and most of the internal model test can only simulate the condition of passive soil pressure. After the model box and the loading device are prepared, the test is started, the oil cylinder accelerates to the required model rate N and then stabilizes the rotating speed, the electromagnetic valve is opened once, the oil is discharged from the oil cylinder, the oil pressure is reduced, the sandy soil pressure forces the rigid model wall to push the plunger to move backwards for a section of tiny displacement, and the displacement cannot be accurately controlled. And photographing the model after stabilization, and recording readings of the displacement meter and the wall force measuring plate. Then drain oil again, shoot again after stabilization and record. And (5) sequentially circulating, and continuously giving displacement until the model is destroyed and the test is ended.
In the existing foundation pit engineering soil pressure indoor model test, the most main and most critical technical problems include:
(1) Similar fill is not representative: in the conventional soil pressure chamber model test, dry sandy soil is mostly studied. The stratum with weak viscosity in most areas has larger thickness, and has the characteristics of high porosity, high water content, high compressibility, low permeability and the like, and the soil body has lower strength and larger plasticity. The soft clay is influenced by construction disturbance, stress strain can be greatly changed, and shear strength is closely related to the time and soil saturation of engineering excavation supporting. With the increase of shear strain, the cohesive soil is slightly sheared and then shows shear expansion, then the body strain is kept constant, the strain softening phenomenon is shown, and the soil body damage is mainly shown as slip damage and shear sliding belt damage between wall and soil unlike sandy soil. The preparation of similar cohesive soil causes certain difficulties in the preparation of similar model materials.
(2) The rigid baffle used by the existing model wall can not simulate the real situation: in the actual situation, the deformation condition of the foundation pit engineering support structure is complex, rigid deflection, inward convex deformation, compound deformation and the like can occur, and the deformation is related to stratum conditions and support level. The rigid baffle plate adopted in the existing indoor model test cannot consider the influence of the flexible deformation of the foundation pit support structure.
(3) The size of the model box cannot be flexibly adjusted: in order to simulate the influence of the limited soil width behind the foundation pit engineering wall, the width of the model box needs to be flexibly adjusted according to the limited soil width requirement, and the model boxes used in the conventional foundation pit engineering indoor model test are mostly fixed in size and cannot be used for researching the influence rule of the limited soil width.
Secondary problems include: the condition of the active soil pressure of the foundation pit cannot be simulated by adopting an oil cylinder loading mode, and the control effect on the stress and displacement of the plunger is poor; due to the limitations of photographing means and sensors, measurement errors are large.
The conventional foundation pit engineering soil pressure chamber model test is simplified more and is not in accordance with the actual situation, so that the experimental device cannot accurately simulate the actual situation.
Disclosure of Invention
The invention provides a device for testing a pressure model of active and passive soil of limited cohesive soil behind a flexible retaining wall of a foundation pit, aiming at solving the prior art.
In order to solve the problems, the technical scheme adopted by the invention is as follows:
finite cohesive soil active and passive soil pressure model test device behind foundation pit flexible retaining wall includes: the test bench unit comprises a fixed steel frame, a model box embedded in the fixed steel frame and a transparent movable baffle device, wherein the model box is internally provided with model cohesive soil with the same proportion as the weighted average value of the physical and mechanical properties of the original cohesive soil, and the transparent movable baffle device is used for controlling the width of a limited soil body; the loading and unloading unit comprises at least five displacement control handles, a counterforce device and a model wall, wherein the displacement control handles are uniformly arranged in the embedded depth direction of the model wall, one side bracket of each displacement control handle is fixed on the counterforce device, and the other side bracket is fixedly connected with the model wall; a contact and non-contact monitoring unit, the contact monitoring unit comprising: micro soil pressure gauges are uniformly arranged on the side, in contact with the cohesive soil, of the model wall in the vertical direction and are used for monitoring the active and passive soil pressure of the cohesive soil; micro displacement meters are uniformly arranged in the horizontal direction behind the model wall and used for monitoring the subsidence of the earth surface behind the wall disturbed by the foundation pit construction; the non-contact monitoring unit comprises an PIV monitoring unit and is used for observing a maximum shear strain rate cloud picture of cohesive soil in the whole foundation pit construction process and comparing with the monitoring result of the contact monitoring unit.
Preferably, the model box consists of a toughened glass plate with transparent periphery, a bottom steel plate and an upper cover plate; the inner sides of the bottom surface steel plate and the upper cover plate are respectively provided with at least three groups of corresponding clamping grooves, and the clamping grooves are used for internally inserting the transparent movable baffle.
Preferably, sealing strips are arranged in gaps between the bottom steel plate and the toughened glass plate and gaps between the bottom steel plate and the transparent movable baffle.
Preferably, the mold box is smeared with lubricating oil on the tempered glass plates contacting three sides of the cohesive soil for the mold.
Preferably, the transparent movable baffle contacts with the side sticker of the cohesive soil for the model, and the friction angle between the transparent movable baffle and the cohesive soil for the model is adjusted.
Preferably, a horizontal cross brace is arranged between the transparent movable baffle and the toughened glass plate of one side surface of the model box, which is not contacted with the cohesive soil for the model, and is used for increasing the rigidity of the transparent movable baffle.
Preferably, the stiffness of the model wall is equal to the stiffness of the reinforced concrete structure in proportion.
Preferably, the side surface of the model wall, which contacts the cohesive soil for the model, is stuck with paper with different friction coefficients, and the friction angle between the model wall and the cohesive soil for the model is adjusted to be the same as the friction angle between the concrete structure and the prototype cohesive soil.
Preferably, the cohesive soil for a model uses pi theorem to determine a similarity criterion and a conversion relation of flow parameters between the prototype cohesive soil and the cohesive soil for the model, wherein a geometric similarity ratio cl=stress similarity ratio cσ=elastic modulus similarity ratio ce=cohesive force similarity ratio cc=displacement similarity ratio cs=time similarity ratio ct=model rate N, and a strain similarity ratio cε=severe similarity ratio cγ=poisson ratio similarity ratio cμ=internal friction angle similarity ratio cΦ=1.
Preferably, one end of the displacement control handle penetrates through the counterforce device and the transparent toughened glass plate on one side of the model box, the counterforce device and the transparent toughened glass plate on one side of the model box are provided with holes with corresponding threads at corresponding positions of the displacement control handle, the other end of the displacement control handle is a rotary handle on the outer side of the model box, and rotation of the displacement control handle is not limited by the counterforce device and the transparent toughened glass plate.
The beneficial effects of the invention are as follows: the utility model provides a limited cohesive soil owner behind flexible retaining wall of foundation ditch passive soil pressure model test device, through using the cohesive soil for the model that is similar with prototype cohesive soil physical and mechanical property weighted average equal proportion, and used reasonable software and hardware setting, can be to the weak cohesive soil stratum characteristic that commonly meets in the current engineering practice activity, and the foundation ditch engineering building envelope multiple deformation mode of adjacent big rigidity existing underground structure in the intensive environment, limited soil body width is controlled through transparent movable baffle and recess, displacement control handle accurate control is used for simulating foundation ditch building envelope's model wall deformation mode and displacement size, obtain under the condition of multiple limited soil body width, weak cohesive soil pressure and displacement law and size. The active state and the passive state of the soil body behind the wall are realized by reducing and increasing the displacement of the displacement control handle. And under the condition of weak cohesive soil, the corresponding relation between the soil pressure and the soil displacement of the limited soil and the deformation mode and the displacement of the foundation pit support structure is limited.
Drawings
Fig. 1 is a schematic structural three-dimensional diagram of a device for testing a pressure model of active and passive limited cohesive soil behind a flexible retaining wall of a foundation pit in an embodiment of the invention.
Fig. 2 is a top view of a device for testing a finite viscous soil active and passive soil pressure model behind a flexible retaining wall of a foundation pit in an embodiment of the invention.
Fig. 3 is a front view of a device for testing a pressure model of active and passive limited cohesive soil behind a flexible retaining wall of a foundation pit in an embodiment of the invention.
Fig. 4 is a schematic view of the structure of the displacement control handle and the reaction force device according to the embodiment of the present invention.
Fig. 5 (a) -5 (f) are schematic views of a model wall deformation mode in which the displacement control handle moves leftwards in the embodiment of the present invention.
Fig. 6 (a) -6 (f) are schematic views showing a model wall deformation mode in which the displacement control handle moves rightward in the embodiment of the present invention.
The device comprises a 1-fixed steel frame, a 2-bottom steel plate, a 3-transparent toughened glass plate, a 4-upper cover plate, 5-sealing strips, 6-clamping grooves, 7-horizontal cross braces, 8-transparent movable baffles, 9-displacement control handles, 10-reaction devices, 11-model walls, 12-miniature soil pressure gauges, 13-miniature displacement gauges and 14-PIV monitoring units.
Detailed Description
In order to make the technical problems, technical schemes and beneficial effects to be solved by the embodiments of the present invention more clear, the present invention is further described in detail below with reference to the accompanying drawings and the embodiments. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
It will be understood that when an element is referred to as being "mounted" or "disposed" on another element, it can be directly on the other element or be indirectly on the other element. When an element is referred to as being "connected to" another element, it can be directly connected to the other element or be indirectly connected to the other element. It is to be understood that the terms "length," "width," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are merely for convenience in describing embodiments of the invention and to simplify the description by referring to the figures, rather than to indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be construed as limiting the invention.
Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the embodiments of the present invention, the meaning of "plurality" is two or more, unless explicitly defined otherwise.
Example 1
As shown in fig. 1 to 4, the invention provides a device for testing a finite viscous soil active and passive soil pressure model behind a flexible retaining wall of a foundation pit, which comprises: the test bench unit comprises a fixed steel frame 1, a model box embedded in the fixed steel frame and a right transparent movable baffle device 7, wherein model box is filled with model cohesive soil with the same proportion as the weighted average value of physical and mechanical properties of prototype cohesive soil; the loading and unloading unit comprises at least five displacement control handles 9, a counter-force device 10 and a model wall 11, wherein the displacement control handles 9 are uniformly arranged in the embedded depth direction of the model wall 11, one side bracket of each displacement control handle 9 is fixed on the counter-force device 10, and the other side bracket is fixedly connected with the model wall 11; contact and contactless monitoring unit, contact monitoring unit includes: a miniature soil pressure gauge 12 is uniformly arranged on one side of the model wall 11 close to the cohesive soil in the vertical direction and is used for monitoring the active and passive soil pressure of the cohesive soil; the surface of the cohesive soil behind the model wall 11 is provided with a miniature displacement meter 13 for monitoring the subsidence of the earth surface behind the wall disturbed by the foundation pit construction; the non-contact monitoring unit includes a PIV monitoring unit 14 for observing a cloud image of the maximum shear strain rate in the soil.
The main materials adopted by the test for preparing the cohesive soil for the model comprise: quartz sand, barite powder, vaseline and lubricating oil, wherein main materials used for preparing the model wall 11 comprise gypsum, thin steel bars and stickers with different surface friction coefficients; the main instrument device comprises: the device comprises a customized model test steel frame 1, four thicker transparent toughened glass plates, a steel cover plate 4 and a steel bottom plate 2 with corresponding clamping grooves 6, sealing strips 5, a transparent movable baffle plate 8 with larger rigidity, a transverse support 7, a counter force device 10, a displacement control handle 9, a miniature soil pressure gauge 12, a miniature displacement gauge 13, PIV monitoring equipment 14, a data acquisition device and the like.
The clay model similar material is prepared by comprehensively considering indexes such as clay grain composition, gravity, compression modulus, cohesive force, internal friction angle, stress strain characteristics and the like, and utilizing quartz sand, barite powder, vaseline and lubricating oil with various different grain diameters according to a certain proportion. The pi theorem is adopted to reasonably determine the similarity criterion, and the derived dimensionless parameters are consistent with the dimensionless parameters obtained after equation dimensionless treatment. The pi theorem changes the functional relationship between physical quantities related to physical phenomena into a functional relationship composed of similarity criteria, so that the application of the pi theorem can also determine the similarity criteria and the conversion relationship of flow parameters between the prototype and the similarity model. Wherein, the geometric similarity ratio cl=stress similarity ratio cσ=elastic modulus similarity ratio ce=cohesive force similarity ratio cc=displacement similarity ratio cs=time similarity ratio ct=model rate N; strain similarity ratio cε = severe similarity ratio cγ = poisson ratio similarity ratio cμ = internal friction angle similarity ratioAfter multiple proportioning tests of similar materials, the physical and mechanical properties of the viscous soil with the prototype are obtainedCohesive soil is used for models with equal proportion of mass weighted average.
The test bed unit is required to be determined according to a reasonable proportion scale N, and is a similar model box with test operation and test effects at the same time, and the model box consists of a toughened glass plate 3, a bottom surface steel plate 2 and an upper cover plate 4 which are transparent all around. In order to reduce the influence of boundary effect and size effect, the transparent toughened glass plates 3 on the three sides of the cohesive soil are smeared with lubricating oil for the contact model of the model box, so that the friction effect between the side wall and the cohesive soil is reduced as much as possible.
The inner sides of the bottom surface steel plate 2 and the upper cover plate 4 are respectively provided with at least three groups of corresponding clamping grooves 6, the clamping grooves 6 are used for inserting the transparent movable baffle plates 8, and the sizes of the clamping grooves 6 are negligible compared with the sizes of the model boxes. The transparent movable baffle plate 8 with enough rigidity is inserted into the clamping groove 6, and the position of the transparent movable baffle plate 8 flexibly adjusts the width of the limited soil body according to the position of the clamping groove. The horizontal cross braces 7 are uniformly arranged between the transparent movable baffle plate 8 and the right transparent toughened glass plate 3, so that the bending rigidity of the transparent movable baffle plate 8 can be increased. Namely, a horizontal cross brace 7 is provided between the transparent movable baffle 8 and the tempered glass plate 3 of the mold box which is not in contact with the cohesive soil for the mold. In one embodiment of the present invention, the horizontal cross braces 7 are uniformly arranged in the vertical direction.
According to the transparent movable baffle plate 8 with enough rigidity on the right side, the distance from the transparent movable baffle plate 8 to the left side model wall 11 is gradually increased, and the width of soil body behind the simulated foundation pit wall is respectively from a limited state to a semi-infinite state.
The transparent movable baffle 8 contacts with the side surface paper of the cohesive soil for the model, the friction angle between the transparent movable baffle 8 and the cohesive soil for the model is adjusted, and the friction effect of the side surface of the existing structure on the limited cohesive soil is simulated.
The sealing strips 5 are arranged in the gaps between the bottom steel plate 2 and the transparent toughened glass plate 3 and between the bottom steel plate 2 and the transparent movable baffle 8.
In one embodiment of the invention, five displacement control handles 9 are uniformly arranged along the embedded depth direction of the model wall 11, accurate displacement scales are arranged on the displacement control handles 9, and the displacement of the displacement control handles 9 can be accurately controlled by shaking the handles of the displacement control handles, so that the model behind the connected model wall 11 is loaded or unloaded by cohesive soil in a grading manner, and the passive soil pressure or active soil pressure process of a foundation pit is simulated.
The left side support of the displacement control handle 9 is fixed on the counterforce device 10, and the right side is fixedly connected with a self-made model wall 11 for simulating the foundation pit support structure. The displacement control handle 9 passes through the counterforce device 10 and the transparent toughened glass plate 3 on the left side of the model box, holes with corresponding threads are formed in the counterforce device 10 and the transparent toughened glass plate 3 on the left side of the model box at the corresponding positions of the displacement control handle 9, the right end of the displacement control handle 9 is a rotary handle on the outer side of the model box, and the rotation of the displacement control handle is not limited by the counterforce device and the transparent toughened glass plate on the left side.
When the handle of the displacement control handle 9 is rocked and the displacement control handle 9 is displaced rightwards, the passive soil pressure state of the soil body behind the wall can be realized, and otherwise, the active soil pressure state is realized. And by continuously increasing the displacement, simulating the layered excavation and supporting process of the foundation pit. The displacement control handles 9 at different heights are different in displacement, so that different deformation modes are generated on the model wall 11 fixed by the displacement control handles, namely, when the displacement of the displacement control handles 9 from top to bottom is gradually reduced, the displacement is in an RB mode of rotating around a wall toe, when the displacement from top to bottom is gradually increased, the displacement is in an RT mode of rotating around a wall top, and when the displacement from top to bottom is firstly increased and then reduced, the displacement is in an inward convex B mode.
As shown in fig. 5 (a) -5 (f), the deformation modes of the displacement control handle moving leftwards in the embodiment of the present invention are respectively a T mode (translation mode), an RT mode (Rotating around the Top) which is a rotation mode around the wall top, an RB mode (Rotating around the Bottom) which is a rotation mode around the wall bottom, and three B modes (blocking) which are inward convex deformation modes.
As shown in fig. 6 (a) -6 (f), the deformation modes of the displacement control handle moving rightward in the embodiment of the present invention are respectively a T mode (translation mode), an RT mode (Rotating around the Top) which is a rotation mode around the wall top, an RB mode (Rotating around the Bottom) which is a rotation mode around the wall bottom, and three B modes (blocking) which are inward convex deformation modes.
The model wall 11 for simulating the foundation pit enclosure is required to be connected and fixed with the displacement control handle 9 and is required to deform along with the movement of the displacement control handle 9, so that the model wall has certain flexibility and is similar to the reinforced concrete structure in equal proportion. The model wall 11 is prepared from thin steel bars and gypsum, and is installed on a prefabricated processing site.
One side of the model wall 11 is fixedly connected with the displacement control handle 9, the other side is subjected to surface friction treatment through a sticker, and the friction angle between the wall and the soil is adjusted so that the friction angle between the surface and the model cohesive soil is the same as the friction angle between the concrete and the prototype cohesive soil.
The monitoring system comprises a contact type monitoring device and a non-contact type monitoring device, and can dynamically monitor the active and passive soil pressure acting on the model wall and the limited soil displacement behind the wall affected by the disturbance of foundation pit construction in real time. In order to study the pressure distribution and soil displacement of the active and passive soil behind the wall under the conditions of different building envelope deformation modes and limited soil width, a high-precision miniature soil pressure gauge 12 capable of monitoring the pressure of the active and passive soil of the cohesive soil is respectively stuck to one side of the model wall 11, which faces the transparent movable baffle 8, from top to bottom. The miniature displacement meters 13 are uniformly arranged on the earth surface at the rear of one side of the model wall 11, which faces the transparent movable baffle 8, along the length direction of the model box, namely along the direction vertical to the model wall, and the earth surface subsidence behind the wall disturbed by the foundation pit construction is monitored. The values of the miniature soil pressure gauge 12 and the miniature displacement gauge 13 are obtained through the arrangement of an intelligent static strain acquisition instrument, and the calibration and the check are required to be carried out respectively before the formal test. The development of limited cohesive soil slip plane morphology was analyzed by observing a maximum shear Strain Rate cloud image (content of Max. Shear stress Rate) in the limited cohesive soil using PIV monitoring device 14.
The device for testing the active and passive soil pressure models of the limited cohesive soil behind the foundation pit flexible retaining wall adopts cohesive soil for models which are similar to the weighted average value of the physical and mechanical properties of prototype cohesive soil in equal proportion, different limited soil widths behind the foundation pit wall can be adjusted through the transparent movable baffle device, the deformation condition of the complex foundation pit engineering enclosure structure in the actual condition can be simulated through the loading and unloading unit, rigid deflection, inward convex deformation, composite deformation and the like can be generated, and the device can provide more effective simulation results for the actual condition through monitoring through the contact type and non-contact type monitoring units. The defects of the simulation device in the prior art are improved through orderly combination of the components, effective test data support is provided for soil pressure problem research, and assistance is provided for subsequent theoretical analysis.
Example 2
As shown in fig. 1-4, the invention provides a device for testing a pressure model of limited cohesive soil active and passive soil behind a flexible retaining wall of a foundation pit, which adopts a mode that a transparent movable rigid baffle 8 on the right side of a model box is controllable in position and a high-precision displacement control device on the left side is gradually loaded and unloaded to simulate layered excavation and supporting processes of the foundation pit in cohesive soil with limited width. According to the equivalent proportion similarity value of the displacement of the enclosure structure required by layered excavation, loading or unloading one stage according to each 1440X/N min, wherein X is the number of days for excavating and supporting one layer required in the actual construction process of the foundation pit, if the change amplitude of the soil pressure monitoring data on the model wall 11 is large after 1440X/N min, the next stage of loading or unloading is required to be carried out after the monitoring value is kept stable until the soil body is unstable and damaged. The specific test flow is as follows:
(1) And manufacturing a displacement control handle 9: according to the design size requirement, the cylindrical steel body with the precise scale and the threads is manufactured, the steel body can rotationally pass through the counter-force device 10 and the left transparent glass plate 3, one end of the steel body is welded on the rotary handle outside the model box, the steel body on the inner side of the model box is nested into the support capable of rotating along with the steel body, the other end of the support is welded and fixed with the counter-force device 10 of the model box, the size of the counter-force device 10 is matched with the sizes of the model box and the displacement control handle 9, and the effect that the steel body can stretch back and forth when the rotary handle is rotated is achieved.
(2) Test bed unit: and the rigidity of the left, right, front and back transparent rigid glass plates 3 is enough to ensure that the rigidity of the pit bottom, the front, back, left and right sides and the joints meet the test requirements, and the joints of the surrounding steel frame 1 and the lower sides of the transparent toughened glass plates 3 are sealed by sealing strips 5. Corresponding clamping grooves 6 are formed in the bottom steel plate 2 and the upper cover plate 4 according to the requirement of limited soil body width. And a counterforce device 10 is arranged on the left side of the model box, the counterforce device is uniformly provided with a high-precision displacement control handle 9 from top to bottom, five channels are provided, and the length of the displacement control handle 9 is adjusted to an initial state. Before the test starts, the model box is cleaned, the front and rear transparent toughened glass plates 3 are guaranteed not to influence the data monitoring of the intelligent camera and the PIV monitoring unit 14, and then lubricating oil is coated on the three surfaces of the inner side of the model box, which are in contact with cohesive soil. The micro earth pressure gauge 12, the micro displacement gauge 13, and the like are calibrated.
(3) The model wall 11 and the transparent movable baffle 8 are manufactured: and manufacturing a mould of the model wall 11 according to the design size, bending the steel wire according to the rigidity design requirement, paving the steel wire in the mould, pouring gypsum in a liquid state, and standing for solidification. The transparent toughened glass plate with a certain thickness is selected to simulate the transparent movable baffle on the right side of the foundation pit, the principle of selection is that the transparent toughened glass plate cannot be deformed due to extrusion of soil, and three horizontal cross braces 7 are arranged to increase rigidity. The model wall 11 and the transparent movable baffle 8 are stuck with the sticker with the adjustable wall soil friction angle, the friction effect between the concrete surface and the cohesive soil is simulated, the friction angle between the sticker side and the cohesive soil is measured, the friction angle between the sticker side and the cohesive soil is equal to the friction angle between the concrete and the cohesive soil, and the sticker is placed for standby.
(4) The model wall 11 and the transparent movable baffle 8 are installed: the high-precision miniature earth pressure gauge 12 is uniformly arranged on one side of the prefabricated model wall 11, which is adhered with the sticker, the prefabricated model of the model wall 11 is placed at the designated position of the model box, and one side of the model wall 12 which is not adhered with the earth pressure gauge 12 is fixedly connected with the five displacement control handles 9 which are horizontally placed in the test bed and can accurately control the displacement. According to the limited soil body width, the transparent movable baffle plate 8 with enough rigidity for simulating the existing underground structure is placed in the designated clamping groove 6 of the model box, one side without the attached paper is rightwards connected and fixed with three horizontal cross braces 7, and the horizontal cross braces 7 are used for increasing the bending rigidity of the transparent movable baffle plate 8.
(5) Manufacturing similar cohesive soil: based on physical and mechanical properties of a cohesive soil layer in a designated area, artificial cohesive soil with similar physical and mechanical properties is prepared by taking barite, quartz sand, vaseline, lubricating oil and trace particles (for monitoring soil displacement by PIV monitoring equipment) as model raw materials. According to the test requirement proportion, the raw material consumption required by one-time model test is calculated, weighing is carried out, the mixture is stirred uniformly and then stands for a certain time, and the soil body property is measured by adopting an indoor triaxial apparatus and a direct shear apparatus. And correcting the raw material proportion according to the measurement result to obtain the cohesive soil for the laboratory model, wherein the physical and mechanical properties of the cohesive soil are similar to those of the cohesive soil in the designated area.
(6) Paving similar cohesive soil: and filling the prepared similar cohesive soil into a model box layer by layer, wherein each layer is 5cm, and the prepared similar cohesive soil is subjected to layered vibrating compaction in the adding process. The method is characterized in that a colored pigment thin Bao Fenge is adopted between each two layers, in order to facilitate observation of soil displacement under the condition that the property of cohesive soil is not affected, the top surface of the soil on the left side of the model wall 11 is leveled with the wall bottom, the top surface of the soil on the left side is loaded by a steel cover plate connected with a hydraulic jack, and the self weight of the soil in a pit is simulated; the top surface of the soil body on the right side of the model wall 11 is flush with the wall top, and miniature displacement meters are uniformly arranged on the top surface of the soil body on the right side of the model wall 11 in the direction perpendicular to the model wall. And continuously sprinkling water on the top surface of the soil body to infiltrate the soil body until the soil body is saturated.
(7) And (3) connecting monitoring equipment: the miniature displacement gauge 13 and the miniature earth pressure gauge 12 are connected to a terminal strain demodulator and a computer, and whether the channel signal is normal or not is tested, and the result is checked. Polishing the model box, precisely capturing a clear particle distribution diagram through an image acquisition device, obtaining the velocity distribution of a flow field after a series of post-treatment, and judging whether the velocity distribution is reasonable or not.
(8) Regulating and controlling the displacement of the displacement control handle 9 to simulate the foundation pit to perform step-by-step construction: according to the deformation mode and displacement of the building envelope disturbed by foundation pit construction in actual engineering, the displacement of the upper and lower five displacement control handles 9 is respectively regulated, the model wall fixedly connected with the upper and lower five displacement control handles is controlled to realize that the maximum displacement value is at different burial depths, and the building envelope rigid body deformation (T), the wall-surrounding top deformation (RT), the wall-surrounding bottom deformation (RB) and the three inward convex deformations (B-1 represents that the maximum side-moving burial depth is up, B-2 represents that the maximum side-moving value is centered, and B-3 represents that the maximum side-moving burial depth is down) are respectively simulated. The high-precision displacement control handle 9 is used for loading or unloading step by step, so that the situation that the deformation of the enclosure structure is gradually increased is simulated, and the passive state or the active state of limited cohesive soil behind the wall is realized until the soil behind the wall is damaged. And in the loading or unloading process, the strain gauge and the intelligent monitoring equipment automatically acquire stress-strain data, and meanwhile, the intelligent camera records the deformation of the soil body and compares the deformation with PIV monitoring results.
It can be appreciated that the displacement control handle can be provided with more than 5 channels and can be provided according to actual conditions.
(9) Error analysis: and analyzing the stress strain, displacement and soil pressure and rule obtained by monitoring to judge whether the stress strain, displacement and soil pressure are reasonable or not. If not, analyzing the reason, and carrying out the step (8) again after adjustment until the test result meets the requirement. And the average value was obtained by repeating the test three times under the same conditions.
(10) Impact analysis of limited soil width behind wall: the right transparent movable baffle plate 8 of the model box is respectively clamped at the clamping grooves 6 at different positions, and three transverse bracing supports 7 are adopted after the clamping grooves, so that bending deformation of the transparent movable baffle plate is avoided. And (3) repeating the steps (1) - (9) to obtain the soil displacement, slip crack surface development form and soil pressure distribution rule of the limited soil body behind the wall under the condition of different widths.
Compared with the model test device in the prior art, the device for testing the active and passive pressure model of the limited cohesive soil behind the flexible retaining wall of the foundation pit can accurately control the deformation mode and the displacement of the model wall 11 for simulating the foundation pit retaining structure through the displacement control handle 9 according to the stratum characteristics of the weak cohesive soil and various deformation modes of the foundation pit engineering retaining structure commonly encountered in the current engineering practice activities, and obtain the pressure, the displacement rule and the size of the weak cohesive soil under various limited soil width conditions. By reducing and increasing the displacement of the displacement control handle 9, the active state and the passive state of the soil body behind the wall are realized. And under the condition of weak cohesive soil, the corresponding relation between the soil pressure and the soil displacement of the limited soil and the deformation mode and the displacement of the foundation pit support structure is limited.
The foregoing is a further detailed description of the invention in connection with the preferred embodiments, and it is not intended that the invention be limited to the specific embodiments described. It will be apparent to those skilled in the art that several equivalent substitutions and obvious modifications can be made without departing from the spirit of the invention, and the same should be considered to be within the scope of the invention.
Claims (8)
1. Finite cohesive soil active and passive soil pressure model test device behind foundation ditch flexible retaining wall, its characterized in that includes:
the test bench unit comprises a fixed steel frame, a model box embedded in the fixed steel frame and a transparent movable baffle device, wherein model cohesive soil for models, which is similar to the weighted average value of physical and mechanical properties of prototype cohesive soil in equal proportion, is arranged in the model box, and the transparent movable baffle device is used for controlling the width of a limited soil body;
the loading and unloading unit comprises at least five displacement control handles, a counter-force device and a model wall, wherein the model wall is prepared from thin steel bars and gypsum, the rigidity of the model wall is equal to the rigidity of a reinforced concrete structure in proportion, the model wall contacts with the side surface of the viscous soil for the model, the friction angle between the model wall and the viscous soil for the model is regulated to be the same as the friction angle between a concrete structure and the prototype viscous soil, the displacement control handles are uniformly arranged in the embedded depth direction of the model wall, one side bracket of each displacement control handle is fixed on the counter-force device, and the other side bracket is fixedly connected with the model wall;
a contact and non-contact monitoring unit, the contact monitoring unit comprising: micro soil pressure gauges are uniformly arranged on the side, in contact with the cohesive soil, of the model wall in the vertical direction and are used for monitoring the active and passive soil pressure of the cohesive soil; micro displacement meters are uniformly arranged on the top surface of the soil body in the horizontal direction behind the model wall and are used for monitoring subsidence of the earth surface behind the wall disturbed by foundation pit construction; the non-contact monitoring unit comprises an PIV monitoring unit and is used for observing a maximum shear strain rate cloud picture of cohesive soil in the whole foundation pit construction process and comparing with the monitoring result of the contact monitoring unit.
2. The device for testing the active and passive soil pressure model of the limited cohesive soil behind the flexible retaining wall of the foundation pit, as set forth in claim 1, wherein the model box consists of a toughened glass plate with transparent periphery, a bottom steel plate and an upper cover plate;
the inner sides of the bottom surface steel plate and the upper cover plate are respectively provided with at least three groups of corresponding clamping grooves, and the clamping grooves are used for internally inserting the transparent movable baffle.
3. The device for testing the active and passive soil pressure model of the limited cohesive soil behind the foundation pit flexible retaining wall according to claim 2, wherein sealing strips are arranged in gaps between the bottom steel plate and the toughened glass plate and gaps between the bottom steel plate and the transparent movable baffle.
4. The foundation pit flexible retaining wall rear limited cohesive soil active and passive soil pressure model test device according to claim 2, wherein the model box is contacted with the toughened glass plates of three sides of cohesive soil for the model to be smeared with lubricating oil.
5. The device for testing the active and passive pressure model of the limited cohesive soil behind the flexible retaining wall of the foundation pit according to claim 4, wherein the transparent movable baffle contacts with the side sticker of the cohesive soil for the model, and the friction angle between the transparent movable baffle and the cohesive soil for the model is adjusted.
6. The foundation pit flexible retaining wall rear limited cohesive soil active and passive soil pressure model test device according to claim 2, wherein a horizontal cross brace is arranged between the transparent movable baffle and the toughened glass plate of one side surface of the model box, which is not contacted with cohesive soil for the model, and is used for increasing the rigidity of the transparent movable baffle.
7. The device for testing the pressure model of the finite cohesive soil active and passive soil behind the foundation pit flexible retaining wall according to claim 1, wherein the cohesive soil for the model adopts pi theorem to determine a similarity criterion and a conversion relation of flow parameters between the prototype cohesive soil and the cohesive soil for the model, wherein a geometric similarity ratio cl=stress similarity ratio cσ=elastic modulus similarity ratio ce=cohesive force similarity ratio cc=displacement similarity ratio cs=time similarity ratio ct=model rate N, and a strain similarity ratio cepsilon=severe similarity ratio cγ=poisson ratio similarity ratio cμ=internal friction angle similarity ratio cΦ=1.
8. The device for testing the active and passive soil pressure model of the limited cohesive soil behind the flexible retaining wall of the foundation pit according to claim 1, wherein one end of the displacement control handle penetrates through the counterforce device and the transparent toughened glass plate on one side of the model box, holes with corresponding threads are formed in the corresponding positions of the counterforce device and the transparent toughened glass plate on one side of the model box, and the other end of the displacement control handle is a rotary handle on the outer side of the model box, and the rotation of the displacement control handle is not limited by the counterforce device and the transparent toughened glass plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911214637.XA CN110849729B (en) | 2019-12-02 | 2019-12-02 | Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911214637.XA CN110849729B (en) | 2019-12-02 | 2019-12-02 | Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110849729A CN110849729A (en) | 2020-02-28 |
| CN110849729B true CN110849729B (en) | 2023-09-22 |
Family
ID=69607051
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201911214637.XA Active CN110849729B (en) | 2019-12-02 | 2019-12-02 | Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110849729B (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113029775A (en) * | 2021-02-03 | 2021-06-25 | 深圳市天健(集团)股份有限公司 | Column structure active and passive soil pressure combined model experimental device and experimental method thereof |
| CN114582219B (en) * | 2022-02-23 | 2023-08-11 | 山东高速工程建设集团有限公司 | Foundation pit adjacent building construction simulation device |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040754A (en) * | 2015-08-03 | 2015-11-11 | 浙江大学 | Device for testing limited soil mass rigid retaining wall soil pressure model |
| CN108252340A (en) * | 2018-03-13 | 2018-07-06 | 长安大学 | Measure the device and test method of the limited retaining wall pressure of banketing of different displacement models |
| CN108645707A (en) * | 2018-05-08 | 2018-10-12 | 华东交通大学 | Soil pressure calculation device and method under a kind of simulation steady seepage and oscillatory load |
| CN109030199A (en) * | 2018-05-22 | 2018-12-18 | 湖南理工学院 | Flexible retaining wall Earth Pressure Models test method |
| CN109440835A (en) * | 2018-10-26 | 2019-03-08 | 华中科技大学 | The model test apparatus and method of flexible cushion decompression performance after research retaining wall |
| CN109680734A (en) * | 2019-01-27 | 2019-04-26 | 浙江大学 | Finite soil Earth Pressure Models experimental rig and method after wall under a kind of a variety of wall movement modes of rigid retaining walls |
-
2019
- 2019-12-02 CN CN201911214637.XA patent/CN110849729B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105040754A (en) * | 2015-08-03 | 2015-11-11 | 浙江大学 | Device for testing limited soil mass rigid retaining wall soil pressure model |
| CN108252340A (en) * | 2018-03-13 | 2018-07-06 | 长安大学 | Measure the device and test method of the limited retaining wall pressure of banketing of different displacement models |
| CN108645707A (en) * | 2018-05-08 | 2018-10-12 | 华东交通大学 | Soil pressure calculation device and method under a kind of simulation steady seepage and oscillatory load |
| CN109030199A (en) * | 2018-05-22 | 2018-12-18 | 湖南理工学院 | Flexible retaining wall Earth Pressure Models test method |
| CN109440835A (en) * | 2018-10-26 | 2019-03-08 | 华中科技大学 | The model test apparatus and method of flexible cushion decompression performance after research retaining wall |
| CN109680734A (en) * | 2019-01-27 | 2019-04-26 | 浙江大学 | Finite soil Earth Pressure Models experimental rig and method after wall under a kind of a variety of wall movement modes of rigid retaining walls |
Non-Patent Citations (4)
| Title |
|---|
| 土工袋柔性挡墙位移模式及土压力研究;刘斯宏 等;《岩土工程学报》;20141231;第36卷(第12期);摘要和第1章 * |
| 张戎泽 等.基坑挡墙变位诱发地表沉陷的模型试验研究.岩土力学.2015,第36卷(第10期),第2933页和图3. * |
| 徐超 等.间接加筋作用及加筋土挡墙离心模型试验验证.水文地质工程地质.2015,第42卷(第02期),第79页和图3. * |
| 罗玉珊 等.台阶式短加筋土挡墙行为特征的离心模型试验.西南交通大学学报.2016,第51卷(第06期),第1165页和图2. * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110849729A (en) | 2020-02-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Loganathan et al. | Centrifuge model testing of tunnelling-induced ground and pile deformations | |
| Lee et al. | Experimental investigation of the combined load response of model piles driven in sand | |
| Kim et al. | Deformation characteristics during construction and after impoundment of the CFRD-type Daegok Dam, Korea | |
| Viswanadham et al. | Centrifuge model tests on clay based engineered barriers subjected to differential settlements | |
| CN106638725A (en) | Pipe pile soil squeezing effect testing apparatus and method | |
| Sadeghi et al. | A vacuum-refilled tensiometer for deep monitoring of in-situ pore water pressure | |
| CN110849729B (en) | Active and passive soil pressure model test device for limited cohesive soil behind foundation pit flexible retaining wall | |
| CN108505548A (en) | A kind of Piled Embankments stake soil loading ratio experimental rig and test method | |
| CN113089624B (en) | Adjacent foundation pit asynchronous excavation simulation test device and test method | |
| CN106525596B (en) | Lateral bedding counter-force coefficient indoor test device under different stress paths | |
| KR200269540Y1 (en) | Large Cyclic Triaxial Testing Apparatus | |
| US3499320A (en) | Method and apparatus for measuring the load deformation characteristics of soil by prestressing and then deforming | |
| CN111289346A (en) | Three-dimensional model test method for deformation and damage of tunnel surrounding rock containing fault fracture zone | |
| CN211401942U (en) | Finite cohesive soil active and passive soil pressure model test device behind foundation pit flexible retaining wall | |
| RU2750919C1 (en) | Method for testing ground foundation with pile | |
| Kim et al. | Interpretation of cone penetration tests in cohesive soils | |
| Al-Mosawi et al. | Experimental observations on the behavior of a piled raft foundation | |
| KR100397072B1 (en) | Large Cyclic Triaxial Testing Apparatus | |
| Hadala | The effect of placement method on the response of soil stress gages | |
| CN207780015U (en) | Slope retaining model assay systems | |
| CN114279934B (en) | Island reef water-rich calcareous sandy soil stratum grouting simulation and permeability test device and method | |
| CN215296993U (en) | Multi-connected rock-soil in-situ shear testing device for full-stress path tracking | |
| McGuire et al. | Bench-scale test apparatus for modeling column-supported embankments | |
| Xu | The behaviour of soil behind full-height integral abutments | |
| Leshchinsky et al. | Application of a hydraulic gradient technique for modeling the uplift behavior of piles in sand |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |